The limited transferring moment capability of Glulam (glued laminated wood) joints results in insufficient joint stiffness. Therefore, most of the connections are hinged joints. Based on the previous studies, one novel end‐connection device was proposed to form prestressed continuous Glulam beams. The prestressed beams were composed of prestressed low‐relaxation steel bars, the deviator block, the anchorage device, and the novel end‐connection apparatus. These prestressed steel bars were tensioned by the deviator block to exert prestress. Then, 18 prestressed continuous beams and two prestressed simply supported beams were subject to the bending tests to explore the impact of reinforcement ratio and prestress on the prestressed Glulam beams from aspects such as failure modes, bearing capacity, load‐deflection relationship, and load‐strain relationship. The results show that, given the same prestress level, compared with beams with a reinforcement ratio of 1.92%, the bearing capacity of beams with a reinforcement ratio of 3.84% and 5.76% is increased by 20.3%–29.4% and 30.51%–36.36%, respectively. Given the same reinforcement ratios, compared with beams without prestressing, the bearing capacity of beams with a prestressing force of 7 kN and 14 kN is increased by 2.39%–10.14% and 6.49%–13.26%, respectively. In addition, compared with simply supported beams, the bearing capacity of continuous beams is increased by 40%, and the deformation is reduced by 13%. Therefore, as a novel prestressed beam, the bending performance of Glulam beams can be improved effectively.

This paper presents research on a new type of fabricated steel–wood composite floor material in the style of a slab-embedded beam flange, using test methods and finite element numerical analysis to study the flexural load-bearing performance of the composite slabs. Through experimental phenomena, the failure process and mechanism of the composite floor are analyzed, and the deformation performance and ultimate bearing capacity of the composite floor material are assessed. Through numerical analysis of the finite element model, the influence of the connection mode of the floor and the composite beam, the type and number of connectors, and the width of the flange of the composite beam on the bending performance of the composite beam–slab system is studied. The research results show that the fabricated steel–wood composite floor slab has good load-bearing and deformation performance. The self-tapping screw connection of the floor slab is better than the ordinary steel nail connection, and the reasonable screw spacing is 100–150 mm. Increasing the flange width of the composite beam can significantly improve the load-bearing capacity of the steel–wood composite floor component.

A bending test was carried out on eight composite beams made of spruce and steel-glued laminated timber (glulam). The failure mode and failure mechanism of the component were analyzed through experiments, and the influence of different section sizes on the bending performance of composite beams was studied. Test results show that with the increase of the cross-section of glulam by 200%, the flexural capacity of the composite beam increases by 16.08%–20.70%, and with the increase of the thickness of the steel by 50%, the flexural capacity of the composite beam increases by 33.73%–37.69%. The influence of the glulam width and steel thickness was studied by using a finite-element model to evaluate the composite beams’ bending performance. Based on the experimental results and finite-element model, a formula for calculating the flexural bearing capacity of cold-formed thin-walled steel–glulam composite beams is proposed.

Due to wood creep characteristics, the failure mode, bearing capacity, stiffness, and deformation of its components are doomed to be impacted by long-term loading. This paper conducted a comparative test on creep beams, regulated beams, and short-term beams based on the former long-term loading research. The results demonstrated that the glulam beam experienced tensile failure of the beam-bottom, while the horizontal joint failure and the local compressive failure of the beam-end happened in the reinforced glulam beam and the prestressed glulam beam. The bearing capacity of the creep beams decreased compared with that of the short-term beams; the decline in the bearing capacity of the ordinary glulam beams, the reinforced glulam beams, and the prestressed glulam beams ranged from 3.2% to 9.8%, from 1.6% to 13.2%, and from 2.9% to 9.2%, respectively. However, the bearing capacity of the regulated beam with the deformation restored to the initial value of the load increased by 4.6–14.1%. The prestressed regulation changed the distribution of the stress on the beam and thus enhanced its bearing capacity. The findings of this work could be used as a frame of reference for similar components in engineering applications.

Currently, the traditional glulam reinforcement has the problems of stress concentration, long processing cycle and high cost. Therefore, it is of great significance to study the new reinforcement method of glulam columns. To study the influence of steel reinforcement strips on the axial compressive performance of glulam columns, 15 reinforced and 3 conventional glulams columns were tested under monotonic loading until failure. Test parameters included the spacing between reinforcement strips and the number of layers of steel strip at each reinforcement location. Observations were made on the influence of key mechanical properties including: failure modes, bearing capacity, stiffness, and ductility. The bearing capacity of the steel strip-reinforced glulam columns increased by approx. 5–22% and the average ductility coefficient of steel strip-reinforced glulam columns increased by approx. 11–41%. Additionaly, a calculation formula for the bearing capacity of the steel strip-reinforced glulam column was developed and found to have good with the test results.